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HomeMy WebLinkAboutKINGSTOWNE PUD - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -TABLE OF CONTENTS Table of ref its- 0 0 0 e e:•a:0 0.4 *a**** 0 0 a a**** **so* .:. r .. / : / . a e a .. a r a k p nsmaa7 _ ... Letter -of Transmittala 0 f 09 0 0.6 R 00 r 00 06 s 0 e i/ 0. 1 a r r 0 s* Report oae+01000oaooiraoeoaaoaoeer,aerio'aoesrPaeleorro0aas a's-P*ieo Appendix A 00 a too 00000000,69 0 1 0 0'+ 0 0'+ 0 0 0 0 0 0 0 0 4+ 0 0 o a a'o i 1 o a i f 0 r 0 A+ V Test Boring Local { Ln' . Pl an. ............ 4. 0 0 1! 0 0 1 1 0 0 1 p* f O o O O{ 0 i 1 0 A-2. i7J' y tY Borings A-3 Log ; of' Borings r00Oro a00p00afr.ii0•O.f 0100000 4'0600,0.0:00.0 a1010 n A- C '. AopetiV. ifi,.B. O.gr 0/0009.00000,000e O1 a 00/e- 0 O'0:O r 0, a 00 a.* a o ar /00 a1'rf 01 r+ 8-1 - Vonsol idati-on.. Test Data ............... 1 0.,1.r r !.'r i 0 0 0 0 0 0 a 0 0. 1/ a{ O/ S00mE4VG 7 y Vi . Test Resu l his + O 1 P 0 0 0 0 0 O e R 0 0,0 0 a 0 O 0. 0' 1 p r . 0 0 0 1 1 O P ./ 0 O. P 0 r B-4 Appe di,.x aOO60YRO0O-0!00.1pf 0eo1/0r00i-r++'0 ii010.i 0+10ia+01'1 r011.i 0f C-1 Lw/ Branch Offices pke Laboratories, Ina. 1242 Bramwood Place Longmont, Colorado 80501 MATERIALS AND FOUNDATION ENGINEERS P.O. Box 1135., 214 No, Howes. Fort Collins; Colorado 80522 (303) 776.3921 P.O. Box 429. (303)-484-0359 3151 Nation Way prii 5 l l Cheyenne, Wyoming 82001p 8 P.O;. Box 100.76 307) 632-9224 Cornell Consulting Company 155 North-ColIege Avenue Fort Collins,•Colorado 80521 Attention: Mr. Cron Parsons., P.E. Genti emen We are .pleased to submit our Report of a Geotechnical Investigation prepared forthe proposed multifamily residential development located on, Horsetooth Road in.west Fort.Collinsi Colorado. Based upon'our findings in•the subsurface, -we feel-4hat the' site is suitable for the proposed construction; providing,.th'e design.'criteria and recommendations set forth in thi-s report. are met. The accompanying' report presents our findings in the subsurface and our r..ecommendations based upon these.findi,ngs: A' Very truly yours, @ `I, r EMPIRE LABORATORIES,INC' eil R. Sherrod Senior Engineering' Geologist y:R. ewebeEtit Rfoa.oeac' aSs i® t eoto. 5 000041* ir sr Chest? r' C.,SmithPEPresident48000o_ clC , MEMBER OF CONSULTING' ENGINE. ERS` COUNCIL' REPORT" OF A . . GEOTECHkICAL.INVESTIGATION SCOPE This report presents tine results of a.geotecbnical investigation prepared forethe proposed Kingstowne P.O.D. located on Norsetooth..Road east of the Pleasant Lake and Valley Di.tch i.n`southwest Fort Collins, Colorado. The investigation.was carried out by, means of, -test borings and laboratory testing of samples obtained from these borings; The objectives.of this investigation mere to (1) determine the suitability of the site for'construction purposes,'(2) make recommenda- tions regarding the: design of the substructures, and (3)-recommend certain precautions.r ich should.be take .because of adverse soil and/or groundwater conditions. SITEIWVESTIOATIOH . The field investigation, carried out on March.'30, 19819' consisted of dri11iog; logging., and, sampling 6tonty-four, (24) test boirings. The locations' of the test borings are shown on the Test Boring Location Plw included in Appendix A:of this report.. Boring logs prepared'..from the field logs .are shoarn<in 14ppendix A. These logs shown soils encountered, location of,sampling, and groundwater at the time of the investigation. All' borings-were advanced.with a,four-inch diameter, continuous- type, power -flight auger drill. During the drilling operations, a geotechnicai engineer from Empire Laboratories, Inc. was present and made a continuous visual inspection of the soils encountered. Field ; resistivity tests were.taken at selected areas throughout the site. 5 " E LOCATION AND DESCRIPUM. The. proposed .site is lacsted on' Horsetooth Road west of:.hields Street in southwest ;F6rt Collins, Colorado.` Hore:psrticularly the site is described as the southeast. 1/4 of ,Section 27j Township 7. North, Range 69 Wesi.bf the Sixth P.M., tarimer Gwnty, Cvlo'rado. The maJority, of .ttie`site'consists of irrigated posture land vege-: ated with short grasses and'eds. The central portion of the site has been plowed and an.existing residence.and sheds are located in' the south-central portion of the site along Horsetooth'Rosd. The Pleasant Lake and Valley Ditch is located along the writ proporty line in.the :. southwest coMer-of the.site and crosses;beioW 4orsetootb Road in this area. Se+veral.'sraall irrigation laterals are scattered throughout the property. The property..is fenced on.the north and south; the,Wagon Wheel $ubdivision is located adjacent to the forth property line; open fields lie -to the°easte'ah existing riding_stabie.and: arena are -located to the.olest of the site; and existing resi:dential...constructi.on is to the south. Several, large cottontiood trees are located aloes the Pleasant'. Laki and .Valley Ditch and in the area ofthe existing resiOnce. the site slopes. gently from both,the south and north .to the center of the property - and drains in a; northeasterly direction.' LABORATORY TESTS AND. E i TIaN Samples obtained from the . tent, boirings were.. subjected .to' testing and inspection in the, laboratory to provide a sound b4stt for deter» miolnq the physical properties at the soil's encountered. Moisture contents, dry unit eaeigbts, unconfined cc"prossive strengths. ester soluble tulgates,:pR determinations, swelling potentials, and the Atterberglimtts,, Yere detemined. A -summary of the test resets is: included in Appendix S. 'Consolidation and/or saeil'-consolidation' Characteristics were also'detemined,.and curves showing this data are included'in Appendix SOIL AND GROUNDWATER CONDITIONS the soil profile at the site,consists of.strata of materials ar- ranged in -different combinations. In order -of increasing depths, they are: as follows:, 1) Si1ty.Topsoil: The majority of the site Is overlain by a six. 6) inch layer of silty topsoil. The topsoil has been gene- trated by root growth and. organic matter and should not be used as fill and/or backfill material. 2) Existing Pavement -Structure: The existing pavement of gorse- tooth Road in the area of .Borings 23 and 24..consists of three 3) inches of asphaltic concrete underlain by three (3) inches of.crusbed aggregate base courses. A.one (1} foot layer of .fill consisting of ,red silty sand and fine -gravel' underlies the road base. 3) Si-lly Clay: A layer of brown silty clay underlies the topsoil and pavement and extends to the red granular Jayer below. The, upper silty clay is plastic, contains some fine sand, and in general exhibits , moderate bearing characteristics in its damp to moistAn situ condition.. Men wetted, the upper brown -clay, exhibits slight to moderate swelli69 potehtta.l ; and upon loading, consolidation occurs. 4) Sandy and/or, -Sandy .Gravelly Silty_Cla,y: A red granular .layer underlies the tapper clay at depths one (1), to `five' and one- half (5-1/2) feet below the, surface. The lover clay stratum. consists.of'a heterogeneous.mixture of sando gravel, silt, and clay with lenses -of sand and gravel -and exhibits low to moder- ate bearing characteristics id its generally moist to damp in situ condition.. Ahen wetted, the more clavier porti,ans of the red granular layer exhibit slight swelling potential; and upon. loading, consolidation occurs.- S'} -Groundwater: At the time of the investigation; fr+ce ground - grater 'arias encountered in -Boring `16. ata depth of fourteen (ld) feet, below the surface. No free groundwater was: encountered An the remaining test borings; -to depths fourteen and one_half 14- 1/2) feet bel.oW .the surface. "dater levels th this area are subject to change due.to seasonal variations; irrigation demands - on and adjacent to the property: and ther Volume of flogs in the Pleasant lake and -Valley Ditch located along the west and southwest corners of the.property. RECCM- ENDATIONS AND DISCUSSION It i s our .understanding , that the proposed Ki ngstowne P.0 0D. is to be developed for: multifamily structures: The structures will bi'one- two-, and three+ -stagy with both garden -level and/qr 'basement construe- tion. Irk view of the typo of' construction proposed and - the topography of the site, some grading of the. site is anticipated. Site Grading and utilities It is anticipated, that some grading of ,the site will be required and that foundations and/or slabs an grade may be founded on fill in portions of.the site. Because there may —be —building fo4ndations resting on filled ground and/or the depth of fill below floor slabs in portions of the site may exceed that ,permitted by the Minim Pr.Y. Standards, fill" plac nt should be carried out in accordance with FHA "data Sheet 798. E Soecifications pertaining to site grading are included below and in Appendix C of this rdpar*t; it i-s recomm ded-that the,upper six. (6) inches of topsoil belZtl filled and paved reus.toe stripped and stockpiled for reuse in planted - areas., All existing buildings; debrisi.a'nd other unsuitable material should be removed .from the..areas . of .r ear construction. The upper -six (6) inches of the subgrade below filled areas should be scarified and re" compacted trio percent (2%) Bret .of optimum. Moisture to at least ninety. depth of.the trench.-. The -upper four t4j.,feet :of. backfi.11 placed: in utility trenches under .roadways • end , paved are,s _ should be compacted at or near optimuin.moistuie to at least Ninety-five .percent (95%) .of Standard Proctor Density AST D 59&7'8, and. the lower. portioh of these trenches should be compacted to. at least ninety percent` (9®% of, Standard Proctor Density ATM 0- 698-78, Addition of moisture . to and/or drying of the sub$'oils may,be re+ ired to assure proper compaction. A11 stripping ,, gabbing; sub rade Preparation, and, :fill and back- fill placemeht.should be accomplished .under ..the direction of the geo- technicai et sneer. Field density+ tests"shoul4: be . take daily in the compacted subgrade,. fill, and 'backf.il1 under the. direction .ofAhe _soils* engineer. ; Field'resistivity tests, water soluble sulfates and pH deter minations, indicate that the -subsoils at. the site ire. not corrosive to gray or ductile castiroin pipe.. Therefore, protection of those pipes, in our opinion, sill not be required. Foundations Ih, vim of the - toads transmitted by :the propasdd muitifa+hily con struction and the: soil.conditions_ entoountered.at..the site', it is rec - vended .'that the structures. be supported by conventional -type spread-, footinq,,A and/or graderade beads. 'All footings and/or grade .berms should be:ounded .a;r theoriginal, undisturbed soil.a minima of thirty, 30). inches below finished 'grade for frost protection*, . The identi- fidation' and undisturbed .natcare of the soil should be verified byt. the geotechnicel engineer drier to Placement of any, foundaation.concrete. Footings and/be grade beads' founded at the above level riay be designed for a maxbearing capacity.of°two thousand five hundred 2500)' pounds .per 'square foot (de6d `'load•.plus maximum live load). To counteract swelling pressures which vft.l. develop .it the dryer more clayier portions. of- the subsoils become_rotted, all -..footings and/ear grade beaus founded -,-on the upper, broswn:silty clayshould-be designed for. a miniMU- M deadload, of seven hundred fifty (760) pounds per square foot. percent (90%).of Standard Proctor..'Censity ASIT4 D 698-780 (See Appendix C.) Ali fill ,should consist :of the on -site soil s'or impbrted material` approved by the geotechnicai engineer. Fill should be'placed in uniform six (6) to eight (8Y ineh ITJfts. Because. of.the expansivenatureof the' upper subsoi.ls;. all fill 'should -.be compacted two ,:percent (2%) wet of optimum misture to at beast ninety-five. percent ,,,(§t%) .of Standard, Proctor Density ASTM D 696-:78. For stability, af] cut -and fill slopes should be desl„geed on grader no steeper than.3.1." In computing earthwork' quantities, an estimated shrinkage factor of, fifteen percent (15%) to twenty .percent .(20is) may: used for the upper brown silty 'clays and 1rred granular sandy -silty cl ys compacted .to the above- rec-ommonded required density. All cuts and,fills for.any proposed.detention basins should be placed on slopes na'steeper than. 30. Cut areas', n the detention ponds. should ' be scarified a Minimum .of eight (8) _inches .and compacted at optimum moisture,to at least nipety-five percent....(95%) of Standard Proctor Density ASIM D 698-78. Fill in detention';pond areas should consist of the on -site clay material placed In accordance with the above recommendations. For ease of ,construction and ataieitenance, :the tops -of any proposed detention basins should have a-minfi' width of ten (10) feet. To minimize erosion, the slopes and bottoms of. ;the..detention basins should be seeded. All pipes or apertures through the detention basins should be surrounded by a minimum of two (c) feet of the upper brown si 1 ty clay soil .compacted to ninety-eight -percent . (98%) of Stand- ard Proctor Density ASTM D 698-78. . All utility trenches dug'four (4) feet or-md; a into the upper sub-.: soils should,be excavated on slopes.no steeper thon'.l 1. tihere utilities ' are excavated below ground titer dewater ng,"will be required during placement, of pipe. and backfilling to jnsure, .proper „construction. All piping ' should, be bedded .to insure proper load dittribution and to elim- inate breakage during the backfilaing-operations; Bac' kfill placed in utility 'trenches .in open„and planted areas should be compacted in uniform. 11fts at optimum.moisture to. at .least ninety ; percent- (90%) *of -Standard Proctor Density',AS7M D 69.&-78 the full The predicted settlement.under the above niaxi.mum loading, as determined. by laboratory co.nsol4d tiara testes shoulii.be i s than three . fourths (3/4 ): inch,, . general l,y -considered to, -.be, wi tbi n acceptable tol ery antes. Basements and Slabs on Grade Since free roue9 dirater• s encountered at' the site at, depths four- . teen (14). to greaten than fourteen and one-hel f (.14-1/2) , feet below the surface, it is our..,opin.ion that basement construction is -feasible,, Due. tb the swelling pressures exerted ' by toe- broomsil ty clay encountered at.subgrade at the upper level, -it is'.our opi.nion that the only positive solution,:for construction of slabs on the brown silty clay is a structural floor with:a void beneath it.t Howeyer,,the cost of this , type of system is prohibitive.' It .is our opinion that:p Stith certain precautions" and.knoiog that I. some: risk is involved, ar floating floor ` slab is • feasible. If the other is grilling to' assume, the risk..ofi future slab movement and related structural .damage, the ,foi,lowing reco r dations- may re4ce.slab'm6vement`and its:'adverseeffects4 Slabs on. grade at.,the'upper levels .shoul-d be .placed .directly on the undisturbed soil. which has been slightly wetted-. prio''..to::concrete plaice. went or on fil'1...placed in` accordance with the recommendations discussed:.. in the " Site Grading :and'utilities"'section of this report. A vapor barrier should: be.provided between the subgrade.at:the upper level and slabs on grade to'help-keep the subsoil moisture uniform and to minimize' - curling *.of concrete. slabs. Basement and/or:garden-level slabs should be underlain by - a minimu of four, (4.) .inches -.of clean, graded graven or crusted rock:_ devoid,of -fines. Garage slabs 'shoi uld.: be reinforced with wire mesh running -through the control' Joints., All slabs on grade's;hould be ,designed and, constructed structurally, irideoendent of al l bearing members. 5ubgrade. and; fill placed below slabs on.grade should be.placed.1n'. accordance with the recommendatidAs.;discussed"above in 'the °Site 'Grading and Utilities" section of this report° . To',mini-mize and control' shrinkage Al Arterial Streets Select Subbase" Select Gravel Base `Course 6 Asphaltic Concrete Total Pavement' Thickness 1.68 It is our understanding thst'portions of Horsetooth-.Road will be brought op to present standards and the roadway will be 'Widened. It is r-ecom- mended that the ..overlay portion of Horsetooth ,Road consist of -four .{4} inches ofasphaltic'concrete. Subgeade below streets should be prepared in -accordance -with the recorunendati©ns discussed in the ".Site.Gradi' and utilities° section of this report: N6W ,embankment .material place&adjacent: to existing roadways should be benched slightly into.the existing embankment, The, surface of the subgrade should be hard, uniform, smooth and true to grade. The subbase .and base course overlying the subgrade.fo.r all streets should consist.of a hard, durable; crushed rock or stone and filler and should have a mi'nirWM "R" value of 80: ;The base course material should be free -from vegetable matter and lumps, or .balls, of clay and should meet City of.Fort Collins specifications which follow: Sieve -Size % Passing l" 90-100 60-90 4 30-0' 1G 20-55 1200 5-15 Liquid Limit .0..25 Maximum' Rastiti ty .Index -5 Raximuin The subbase and base course should be placed on the subgtade;at or near optimum moisture and compacted to at least ninety-five percent (95%) of Standard Proctor. Density ASTFi Q 698-78. (See. Appendix ' C.) It i.s it rtaat that the subbase and base, course be'.shaped to grade so that proper drainacge of the barking area is obtained: AI existing asphalt 0 overlaid should bo thoroughly. broomed and cleaned; and a tack coat should be applied prior to placement of ddi tiona,l asphalt. ,A1`l asphaltic concrete shout d me6t Ci ty .of Fort. Collins..specifications and should be placed in accordance with these specifications. . If streets . are pavgd prior to 'construction, we recommendthat4hatr the, asphaltic concrete cansis$,.of tWo (2). lifts, each. ono and one -.half (1 1 2) to. two I RYA thick. The final lift -should be placed following completion of all construction. Any failed siections resulting from the, construction traffic should be removed and replaced.prior to placement Of the final. lift. A feasiblo pave ent.altrsrga for parking greas would b nonrein- forced concrete.pavement. Using a modulus 'of, sdb rade reaction of one hundred fiftg (150) pounds -per square inch ;per .inch, a `design life of tw6nty (20). years, and concrete pith' a modulus of rupture of five'hundred, fifty (550) ppunds .p6r.-square- inch, a 'paven4vit. thickness of four (4) inches of nonreinforGeO toncrete i s -recommg#ded as a feasible alternate for the proposed 'parlti ng areas. Subgrade., below the proposed pavement shall be prepared in,"accordance with. the tecom.mendationa' discussed. th the "Site Grading and Utilities" section of this report. All concrete. . usdd in 'the: pavamant shal I wet ASTM . spec.i ficationso and .all aggregate shall ,conform to ASTM C-33 .specifications. Concrete should, be designed - with a minimum, modulus of :rupture of five hundred fifty j550) pounds per square inch in-twinty-eight (28) days. It is staggesteO B at a minim, cement content of , six and one4alf .(6-1/g)' sacts bad used for this mix. it is further :recoa nd0d that laboratory mix designsbe done to'deter- mine the proper proportions of aggregate# cement* and water to meet,this requirement. It is essential that the concrete Mix ;have...n Imi water- cement= ratio, an.'adequate cewent factor, and sUfficient uantities of gntrained air. It is. recoMended that thd`subgrade be in a moist condfition at the. the car c ore,. is ¢laced. The pavement surface should be° free; of depressions in which iLsater may. stand. All catch ba`ins .and manhole -castings shall` be separated,from the pavement with :ekpansivn ,point material. The jointing plan shall be prepared by the contractor -and/or architect:alnd approved by the engineer prior to pavement*- Longitudinal, and transverse ,joint spacing' should be at regular ten (10) to thirteen (13)-foot intervals. All 'longitudinal and transverse contraction joints should have a .depth approximately, equal to one-f6urth,(1/4) the..pavem6nt.thi'ckness. The joints should be cut within twenty-four (24).`hours of.pour.ii g.' Expansion joints must be full -depth and should only be used to. isolate fixed objects abutting or within thepavement area, Joint openings .wider. than one-fourth (1/4) inch shall.be.cleaned.and sealed before opening to traffic. A uniform, gritty final surface texture should be. provideda Curing shall be obtained with -uniform coverage:With white.rmembrane curing compound or by seven=day 'coverage with white,polyethylene or waterproof paper. The Completed .pavement shall -.be -closed to automobile traffic for three (3) days„ and to' truck traffic for. seven (7) days. If paving is done during cold weather, cold weather procedures should be used. The.,concrete should,bq,protectetl'from freezing temperatures until .it.is at least ten. 10) days ol'd \ GENERAL RECOMMENDA1IOIS 1) . Laboratory test resu:i'ts, indicate that-,wbter soluble sufates; in the, soil; are negligible, and a Type. I cement gray be used, in all concrete .exppsad` to subsoils... All slabs on grade. sub- J6cted to de-ic nq chemicals should be co.m osed of a more durable concrete using a Type 11' cement with low stater -cement ratios and higher 'a9r contents. 2}' Finished .grade -should be sloped away from the structures on all sides to! gives -positive, drairag.e.. Ten percent (10%) for the first ten 10) feet: away from tRe structures is the tug- theslope.' OY Rackfill aroun* d the outside perimeter of the structures should be mechanically compacted at opti= 'Aoisture to at least ninety, percent. (9 ) of Standard Proctor Da isity A5714 U 638-71 (SOO Appendix. C.) puddling shoutd.not be permitted as a method of compaction. 4) utters and downspouts should be designed to carry roof runoff water well beyond tole. backfill 4r a« 5) Underground sprinkling systems should root be_ installed within ten (10) feet of the structures, and this`:recoeddation. should be taken into account_ in the. landscape planning. 6) Plumbing under slabs should be eliminate3d t4heeever possible. since plumping failures are quite frequently the source of free cater which causes slab heave, 7), Fgoting.and/or grade beam sizes shodl.d be.proportioned.to equalize the unit loads applied .to, the soil and thus minimize differential settlements. U) 3t 1 s recoraended that, all compoction'roquirements.4n.the project specifications be verified in the field with density. tests performed under the direction of the'geotechnical in gi n eer. . it' is. reco miended that a registered professional engideer design tide 'Substrcacteres and that he take into account the fiindi" s and recommendations of this"report. GENERAL COW40TS This report has been` prepared to aid in. the.evaluation .of'the property, and to assist the architect.and/or engineer i' the design of O a - this project. In .the 'event t# at :any changes'.In' the design, of the structures:. off^ .tnefr -locations .are planned, the conciusions' anal recommen dations contained.4n this report will not.:be considered valid unless said. changes are, reviewed. -and conclusions af' this report Modified'or approved in writing by, Upire Laboratories, Inc., the geotechnical engineer of record. Every effort tias made to provide comprehensive site coverage through careful locations:'of.the test borings.while keeping.the site investigation economical ly feasibla,. Uariations .in soil and.. groundwater , conditions between tent borings moy be encountered during construction.. In order "to permit, correlation between the reported subsurface conditions and the actual conditions encountered during construction ae d to aid in carrying.out-the.plans and"specifications as originally contemplated, it is. recommended that .Empire Laboratories, Inc..be retained .to perform continuous constructi-on review during the .excavation and foundation phases of .the work..';:Empire Laboratories, Inc. assumes no responsibility for,compliance with the'recommeridations included -in this report unless' they have,.beenlr retained to.perform.adequate;onasite construction review during the course of constrOction 13- APPENDIX A. TEST BORING LOCATION PLAN i BC'1, TOP OF 9.L. PRDPLr<< PIN ON N, E_b&.- OF HORSE.TDCTN RA. SDLOM N T. PROF O S r= STRLIJTLIRE_ (T)6P. d rRt.% -TQR Em PLE/-AS/SN V&LLE-Y L/644f- pIT[.H A- 2 EMPIRE LASOR.ITORIES, INC. KEY TO BORING LOGS TOPSOIL GRAVEL FILL e. SAND & GRAVEL SILT i e SILTY SAND &GRAVEL CLAYEY SILT o p 0 COBBLES SANDY SILT d~ SAND, GRAVEL & COBBLES CLAY WEATHERED BEDROCK i SILTY CLAY SILTSTONE BEDROCK SANDY CLAY CLAYSTONE BEDROCK ' SAND SANDSTONE BEDROCK i. • SILTY SAND LIMESTONE CLAYEY SAND x i K K GRANITE. SANDY SILTY CLAY M' t. ASPHALT SHELBY TUBE SAMPLE STANDARD PENETRATION DRIVE SAMPLER WATER TABLE 24 HOURS AFTER DRILLING C HOLE CAVED 5/12 Indicates that 5 blows of a 140 pound hammer falling 30 inches was required to penetrate 12 inches. A- 3 EMPIRE I ARORATORIES_ INC LOG OF BORINGS 1rL1_V TIUN f.lo• f No. Z 001 r Yl ENO sAA BPS, top of southeast property pim.:on north edge of Horsetooth Road. Assume elevation = 9.4.0' A- 4 EMPIRE LABORATORIES, INC. LOG OF BORINGS 100 95 Ill No. 5 tjo. & Klo. 7 - No. E3 r miin v. mew A— 5 EMPIRE LABORATORIES, INC, LOG OF BORINGS 0iV ,slo- 9 Li . o i lo. I I t Jn_1z 100 — - 95 N 85 ram I,elJ! i rrsa A 5. A r i WE WE WA Mmom EMPIRE LABOR6ATORIES, INC. LOG OF BORINGS 95 m 1 80 75 A ems® ipA v u W P A- 7 EMPIRE LABORATORIES, INC. 95 90 1 75 70 LOG OF BORINGS No-li No. 19 t Jo.20 A- 8 EMPIRE LABORATORIES, INC. 100 95 o 85 m 75 LOG OF BORINGS No.22 f la.23 EMPIRE LABORATORIES, INC. APPENDIX B. CONSOLIDATION --SWELL TEST. BORING NO. 2 DEPTH 7.0 DRY DENSITY, 99.0f/Ft3 MOISTURE O Q oc . o. o .67 66 65 64 0..1 .. 0.5 1.0 5 10. APPLIED PRESSURE—TONS/SQ. FT. 0 iyL 1 0 2 Q .. 0 off 0 i V 0.1 0.5 1.0 5 10 APPLIED PRESSURE--TONS/SQ. FT. B- 2 EMPIRE LABORATORIES, INC. CONSOLIDATION --SMELL TEST BORING NO. 7 DEPTH 6.0 DRY DENSITY 1 03.0#/ Ft 3 MOISTURE 18.3% 60 O .59 a o . 58 rw 57 56 55 y 5 10 APPLIED PRESSURE-TONS/SQ. FT. 0 W Z O F- Q 0 3 ; 0 u. 4 0.1 0.5 1.0 5 10 APPLIED PRESSURE-TONS/SQ. PT. B- 3 EMPIRE LABORATORIES, INC. CONSOLIDATION --SWELL TEST BORING NO. 3 DEPTH 4. w DRY DENSITY 94.81//Ft3 MOISTURE M.4% 75 o .74 a o .73 72 71 70 0.1 0.5 1.0 5 10 APPLIED PRESSURE-TONS/SQ.. FT. 0 I L lfl u w 1 . i z 2 O Q 0 9 3 z O u 0.1 0.5 1.0 5 10 APPLIED PRESSURE-TONS/SQ. FT. B- 4 EMPIRE LABORATORIES, INC. I 5 5 5 0.1 CONSOLIDATION --SWELL TEST 0.5 1.0 APPLIED PRESSURE—TONS/SQ. FT. BORING NO. 16 DEPTH . 4.0 108. 0#/Ft3 DRY DENSITY . MOISTURE 9.2% 5 0.1 0.5 1.0 5 10 APPLIED PRESSURE-TONS/SQ. FT. B- 5 EMPIRE LA60RATORIES, INC. a......, o.35 a o .34 33 32 31 o 0.1 CONSOLIDATION --SWELL TEST APPLIED PRESSURE—TONS/SA. FT. Ll 0.5 1.0 APPLIED PRESSURE—TONS/SQ. FT. B-6 EMPIRE LABORATORIES, INC. BORING NO. 18 DEPTH - % • o DRY DENSITY 123.0#/Ft3. MOISTURE 4. j% 5 10 Z= N N N N N N N N N N N N UO M ck m CT M tD t0 r O Ch m F, N '- N r r- r r r N Lu ? ZOCLm t r- O O LLJ m \° o O O' N LU' HKQ. 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Cfl Cif t 04 p Q LL 0 Zw LLO O co o N Q J GC Z Q• LULY D_ C W N LO O w LL M to 1\ to Oa r r O r K 0 ce CO N 1-- Lo cF Lo 1,- Cis 00 1` M h t p Cr N C•) CO CO N N Ll t LO d Mc r r N r r Or r r O to CD to to Lo O CD CD to O O O to O O O O 2 O ZI O d' t r to tT r r r to kO Ol r r r ct to CO Cif r w LL 1to 1O 1O 1 O 1 O 1t.n 1LO 1 O 1tOCl) 1 1to 1 1 O 1 O t O 1ClLo1 1] O d to 00 Cr co, r O d- LO CO CT M r O M d 1-1 00 CM r FC 0 Z r r r m . B-12 tnZ.0 O u N N N N N N C\i CV N N N' N N N F M Ln M cn N M q O I -I c:i to N N M Z.y r M N r LUd m N W to w mLU L a tA O I 000W F— Lu Z U- Z LU r O i OW Z D c G N Ln Lu u N QUa M af Lu 00 r O r- O O N 1 S rL O Ln n Ln 00 N lO 1 r O r e-- r- OD M L.O N l0 Ln O O1 O OD r O M In r lD _ C} Ll_ 1l 4 00 9 CO L O N r r r r r r r r I.f) Ln Ln In Ln Ln O L.n O O O O Ln O O O Ln m O O r N g r r Gt Ln O C4 r r Ln lO Ol r r N 1- 00 r a. L- 1 1 f i 1 1 1 1 1 1 I 1 t 1 1 1 1 1 1 W u- I n Ln O to Ln O O O O Ln Ln O O O Ln Ln Ln O Cl) Ln 0 O r lO M O M Ct r, 00 M O d LO 00 M O r ILO f\ M r= r r r 01 O r N a 0 N N N OZ m. i Z vi w Fe O H O co Q LULY a w B-13 ZW Oz l3 az LUw woCL Lli ma O oe a Lu N J LLJ N U N N Z W Uj LL: QL o_ (6 a wF— O l o co cn o 0 o o U. Z CO ZN m uQ Q Lu a. LLU N F- ko r Z V- w K Q c M LO 7 y N CV 0 r r Ln Ln T N N o_ w O r r i'Z N N O m SUMMARY OF TEST RESULTS - Swelling Pressures - Boring Depth Moisture Dry Density Swelling No. Ft.) Before Test P.C.F. Pressure. PSF 3 5.0-6.0 12.6 114.6 40 5 2.0-3.0 11.6 110.6 695 6 5.0-6.0 17.5 97.7 40 9 4.0-5.0 17.2 112.4 215 12 3.0-4.0 17.7 97.2 310 13 4.0-5.0 18.4 100.9 170 16 4.0-5.0 9.2 107.6 835 22 6.0-7.0 16.1 103.4 200 Field Resistivity Test Results Boring No. Depth ohm -cm 4 7.0- 8.0 8040 7 7.0-8.0 6830 11 7.0-8.0 8040 19 7.0-8.0 2010 22 7.0- 8.0 8310 B-15 LO N LO O LO , LO RtCOrt! N r CT O M d* n U LO d LO LO r r t v LO O O O Lo O lQ N J f N O LO N Ch m d U t GF CV N LO r 1 d LO r O t v LO O O O r O d CT U t r O r t- O d" O Cn N N r r N d N o J LO I O Cn S._ O O M M t\ N r Lil ro lO e C J r eF t— Cal F-- CC) O O U LO CM r r LO r r I F-- d V) V) a w LSD L) S r 4- lO LL G 1 r O A Lh C M N r c! 00 C/P tO S- N r O O m r LO LO 11 N t- O' 4-) N ct d i-+ U d a. d L O V) r 1 d O lfl m t— N M U LO M r r 00 r- t d O s, cs O Cu lO N M t- J CO v N r al I*- N I-, r-, t to U d X Q O 4-> C C:) 4.3 CD r- E N X Z Li i r C C CT C7 r- r- N CLI O C r i-> N Q e- F-- r 41 7 N, N m 4- S S.- m CT rd m CI. O r CN O CD r r r S_ C d 7D CO J o- Cl. ZP-Z Lo D d B-16 APPENDIX C. APPENDIX C. Suggested Specifications for Placement of Compacted Earth Fill and/or Backfills. GENERAL A soils engineer shall be on -site to provide continuous observation during filling and grading operations and shall be the owner's repre- sentative to inspect placement of all compacted fill and/or backfill on the project. The soils engineer shall approve all earth materials prior to their use, the methods of placing, and the degree of compaction obtained. MATERIALS Soils used for all compacted fill and backfill shall be approved by the soils engineer prior to their use. The upper two (2) feet of compacted earth backfill placed adjacent to exterior foundation walls shall be an impervious, nonexpansive material. No material, including rock, having a maximum dimension greater than six inches shall be placed in any fill. Any fill containing rock should be carefully mixed to avoid nesting and creation of voids. In no case shall frozen material be used as a fill and/or backfill material. PREPARATION OF SUBGRADE All.topsoil, vegetation (including trees and brush), timber, debris, rubbish, and other unsuitable material shall be removed to a depth satisfactory to the soils engineer and disposed of by suitable means before beginning preparation of the subgrade. The subgrade.surface of the area to be filled shall be scarified a minimum depth of six inches, moistened as necessary, and compacted in a manner specified below for the subsequent layers of fill. Fill shall,not be placed on frozen or muddy ground. G-2 PLACING FILL No sod, brush, frozen or thawing material, or other unsuitable material shall be placed in the fill, and no fill shall be placed during unfavorable weather conditions. All clods shall be broken into small pieces, and distribution of material in the fill shall be such as to preclude the formation of lenses of material differing from the surrounding material. The materials shall be delivered to and spread on the fill surface in a manner which will result in a uniformly compacted fill. Each layer shall be thoroughly blade mixed during spreading to insure uniformity of material and moisture in each layer. Prior to compacting, each layer shall have a maximum thickness of eight inches, and its upper surface shall be approximately horizontal. Each successive 6" to 8" lift of fill being placed on slopes or hillsides should be benched into the existing slopes, providing good bond between the fill and existing ground. MOISTURE CONTROL While being compacted, the fill material in each layer shall as nearly as practical contain the amount of moisture required for optimum compaction or as specified, and the moisture shall be uniform throughout the fill. The contractor may be required to add necessary moisture to the fill material and to uniformly mix the water with the fill material if, in the opinion of the soils engineer, it is not possible to obtain uniform moisture content by adding water on the fill surface. If, in the opinion of the soils engineer, the material proposed for use in the compacted fill is too wet to permit adequate compaction, it shall be dried in an acceptable manner prior to placement and compaction. rnMPArTTnN When an acceptable, uniform moisture content is obtained, each layer shall be compacted by a method acceptable to the soils engineer and as specified in the foregoing report as determined by applicable standards. Compaction shall be performed by rolling with approved tamping rollers, C-3 pneumatic -tired rollers, three -wheel power rollers, vibratory compactors, or other approved equipment well -suited to the soil being compacted. If a sheepfoot roller is used, it shall be provided with cleaner bars attached in a manner which will prevent the accumulation of material between the tamper feet. The rollers should be designed so that effective weight can be increased. MOISTURE -DENSITY DETERMINATION Samples of representative fill materials to be placed shall be furnished by the contractor to the soils engineer for determination of maximum density and optimum moisture or percent of Relative Density for these materials. Tests for this determination will be made using methods conforming to requirements of ASTM D 698, ASTM D 1557, or ASTM D 2049. Copies of the results of these tests will be furnished to the owner, the project engineer, and the contractor. These test results shall be the basis of control for all compaction effort. DENSITY TESTS The density and moisture content of each layer of compacted fill will be determined by the soils engineer in accordance with ASTM D 1556, ASTM D 2167, or ASTM D 2922. Any material found not to comply with the minimum specified density shall be recompacted until the required density is obtained. Sufficient density tests shall be made and submitted to support the soils engineer's recommendations. The results of density tests will also be furnished to the owner, the project engineer, and the contractor by the soils engineer. C-4